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川西康定—新都桥段菠茨沟组板岩蠕变特性及损伤模型

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何箫, 侯圣山, 孟宪森, 陈亮, 刘明学, 冯振, 李昂, 吉锋, 郭长宝. 川西康定—新都桥段菠茨沟组板岩蠕变特性及损伤模型[J]. 水文地质工程地质, 2023, 50(5): 107-116. doi: 10.16030/j.cnki.issn.1000-3665.202209041
引用本文: 何箫, 侯圣山, 孟宪森, 陈亮, 刘明学, 冯振, 李昂, 吉锋, 郭长宝. 川西康定—新都桥段菠茨沟组板岩蠕变特性及损伤模型[J]. 水文地质工程地质, 2023, 50(5): 107-116. doi: 10.16030/j.cnki.issn.1000-3665.202209041
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HE Xiao, HOU Shengshan, MENG Xiansen, CHEN Liang, LIU Mingxue, FENG Zhen, LI Ang, JI Feng, GUO Changbao. Creep characteristics and nonlinear creep damage model of Bocigou formation slate in Kangding-Xinduqiao section of West Sichuan[J]. Hydrogeology & Engineering Geology, 2023, 50(5): 107-116. doi: 10.16030/j.cnki.issn.1000-3665.202209041
Citation: HE Xiao, HOU Shengshan, MENG Xiansen, CHEN Liang, LIU Mingxue, FENG Zhen, LI Ang, JI Feng, GUO Changbao. Creep characteristics and nonlinear creep damage model of Bocigou formation slate in Kangding-Xinduqiao section of West Sichuan[J]. Hydrogeology & Engineering Geology, 2023, 50(5): 107-116. doi: 10.16030/j.cnki.issn.1000-3665.202209041
shu

川西康定—新都桥段菠茨沟组板岩蠕变特性及损伤模型

  • 1.

    成都理工大学地质灾害防治与地质环境保护国家重点实验室，四川 成都　610059

  • 2.

    中国地质环境监测院（自然资源部地质灾害技术指导中心），北京　100081

  • 3.

    自然资源部四川雅安地质灾害野外科学观测研究站，四川 雅安　625099

  • 4.

    自然资源部地质灾害智能监测与风险预警工程技术创新中心，北京 100081

  • 5.

    中国地质科学院地质力学研究所，北京　100081

  • 基金项目: 国家重点研发计划项目（2021YFC3000505）；中国地质调查局地质调查项目（DD20221748）
详细信息
    作者简介: 何箫（1999-），男，硕士研究生，主要从事卸荷条件下岩石蠕变劣化特性的研究工作。E-mail：810540839@qq.com
    通讯作者: 侯圣山（1977-），男，博士，教授级高级工程师，主要从事地质灾害调查监测相关研究。E-mail：houshengshan@mail.cgs.gov.cn

  • 中图分类号: TU45

Creep characteristics and nonlinear creep damage model of Bocigou formation slate in Kangding-Xinduqiao section of West Sichuan

  • 1.

    State Key Laboratory of Geological Disaster Prevention and Geological Environment Protection, Chengdu University of Technology, Chengdu, Sichuan　610059, China

  • 2.

    China Institute of Geo-Environment Monitoring（Guide Center of Prevention Technology for Geo-Hazard, MNR） , Beijing　100081, China

  • 3.

    Observation and Research Station of Geological Hazard in Sichuan Ya’an, Ministry of Natural Resources, Ya’an, Sichuan　625099, China

  • 4.

    Technology Innovation Center for Geohazard Monitoring and Risk Early Warning, Ministry of Natural Resources, Beijing　100081, China

  • 5.

    Institute of Geomechanics, Chinese Academy of Geosciences, Beijing　100081, China

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    摘要

  • 岩石的蠕变特性与岩体的长期稳定性有着密切联系。随着我国西部地区各深埋隧道的开挖，为保证工程安全性及地下建筑的长期稳定，迫切需要开展复杂应力状态下岩石蠕变特性的研究。传统的蠕变本构模型难以对岩石加速蠕变阶段进行准确的描述，且现有蠕变模型难以对菠茨沟组板岩的蠕变特性进行有针对性的拟合。因此，选取川西康定—新都桥段菠茨沟组板岩为研究对象，在查明地质环境背景和岩石矿物成分基础上开展了卸荷蠕变试验，分析了菠茨沟组板岩在卸荷条件下的变形特征，揭示了板岩蠕变特性及卸荷过程中的损伤演化规律；考虑卸荷蠕变过程中的损伤累积效应，引入损伤变量，对传统西原模型中牛顿体元件进行改进，建立能描述加速蠕变阶段的蠕变损伤模型。研究表明：卸荷条件下，板岩变形以瞬时弹性应变为主，随偏应力水平增加蠕变现象显著增强；板岩的长期强度有20.2%~27.1%折减；采用1-stOpt对非线性蠕变损伤模型进行参数辨识，拟合理论曲线与试验值吻合度较高，相关系数达到0.945；损伤变量引入后，改进的非线性蠕变损伤模型可以较合理地描述研究区板岩卸荷蠕变特性。该研究可为相关工况下围岩稳定性分析提供理论依据。

    The creep characteristics of rock are closely related to the long-term stability of rock mass. With the excavation of deep buried tunnels in west China, in order to ensure the safety of engineering and the long-term stability of underground buildings, it is particularly important to study the creep characteristics of rock under complex stress conditions. The traditional creep constitutive model is difficult to accurately describe the accelerated creep stage of rock, and the existing creep model is difficult to fit the creep characteristics of the Pocigou Formation slate. This study takes the Bocigou Formation slate in the Kangding-Xinduqiao section of west Sichuan as the research object. Based on the identification of geological environment background and rock mineral composition, the unloading creep test is carried out. The deformation characteristics of the Bocigou Formation slate under unloading conditions are analyzed, and the creep characteristics of the slate and the damage evolution law during unloading are revealed. Considering the cumulative damage effect in the unloading creep process, the damage variable is introduced to improve the Newtonian element in the traditional Nishihara model, and a creep damage model which can describe the accelerated creep stage is established. The results show that under unloading conditions, the deformation of slate is dominated by instantaneous elastic strain, and the creep phenomenon is significantly enhanced with the increasing deviatoric stress level. The long-term strength of slate is reduced by 20.2%–27.1%. The 1-stOpt is used to identify the parameters of the nonlinear creep damage model. The fitting theoretical curve is in good agreement with the experimental value, and the correlation coefficient reaches 0.945. The improved nonlinear creep damage model after the introduction of damage variable is more reasonable for description of the unloading creep characteristics of slate in the study area, which provides a theoretical basis for the stability analysis of surrounding rock under relevant working conditions.

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  • 图 1  雅安至新都桥区域地质及构造简图（据文献[14]修改）

    Figure 1. 

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    图 2  偏光显微镜下薄片图像

    Figure 2. 

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    图 3  YSJ-01-00型岩石三轴蠕变试验机

    Figure 3. 

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    图 4  不同初始围压下卸荷蠕变试验围压卸荷路径

    Figure 4. 

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    图 5  板岩卸荷蠕变应变-时间曲线

    Figure 5. 

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    图 6  初始围压7.5 MPa下最后一级卸荷蠕变应变-时间曲线

    Figure 6. 

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    图 7  不同初始围压下等时偏应力-应变图

    Figure 7. 

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    图 8  不同初始围压下板岩试样卸荷蠕变破坏形态及素描图

    Figure 8. 

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    图 9  本构模型原始元件

    Figure 9. 

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    图 10  改进后黏性体元件

    Figure 10. 

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    图 11  变黏性系数西原本构模型

    Figure 11. 

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    图 12  围压7.5 MPa下卸荷蠕变与西原改进模型曲线对比

    Figure 12. 

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    表 1  各级围压作用下板岩三轴压缩卸荷蠕变试验结果

    Table 1.  Results of the triaxial compression unloading creep test of slate under different confining pressures

    轴向荷载/kN围压/MPa瞬时弹性应变轴向蠕变总量比值/%
    252.767.51.6290.0301.84
    6.00.0260.00623.10
    4.50.0220.00522.70
    3.00.0210.029138.00
    1.50.0270.00829.60
    00.0640.01929.70
    229.505.02.0800.0512.45
    4.00.0280.01139.30
    3.00.0210.08038.10
    下载: 导出CSV

    表 2  初始围压7.5 MPa下西原改进模型参数辨识结果

    Table 2.  Parameter identification results of the Nishihara improved model under the initial confining pressure of 7.5 MPa

    参数 $ {\sigma }_{1} $/MPa $ {\sigma }_{3} $/MPa $ {E}_{1} $/GPa $ \eta $/（GPa·h） ${ \eta }_{1}$/（GPa·h） $ \alpha $
    结果 126.38 7.5 4.23 12.97
    126.38 6.0 9.26 0.41
    126.38 4.5 30.94 8.52
    126.38 3.0 3.57 28.98
    126.38 1.5 7.83 2.05
    126.38 0 10.48 2.04 0.016 1.35×108
    下载: 导出CSV
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收稿日期:  2022-09-19
修回日期:  2022-12-01
刊出日期:  2023-09-15

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